设计计算书修改版

4216.816.5m，50226：宾馆，框架结构，独立基Thisprojectislocatedinthecity,oneho4216.8constructionareaofabout2malways16.5mheight,thebasicstructureisthebasisofconstructionpart.Overaperiodof50years,thesafetylevelofsecuritylevel4categoriesofseismicsafetyoflevel2level,degreeofseismicfortificationintensityofthesecurityofthegroup,theaccelerationoftheeconomicstructure,areasonabledesignthataccordingtothethirdgroup,forsomeamoreattractiveenvironmentforsomediseases,ñndosestandardsandinaccordancewiththerulesofsection,thealphalevelof0.5Sen'scolumn,inadditiontotheporembroidery,thebasetetotheenhancementofthisprocesslculofoundationbeamtecolumnstrengtheningandreinmentprogramofCSRandcontrolinroadcapacityiscalculatedbythecombinationofenandthefield.Keyword:ho,framestructure,independent目录前言 建筑设计 课题背景 建筑做法 结构设 工程概 设计资 结构选 框架计算简图及线刚 竖向荷载计 水平风荷载计 抗震计 内力组 截面设计与配筋计 基础设 施工组织设 工程材料进场方 施工机械选择方 主体工程施工方 装饰工程施工方案 屋面工程施工方 结论 致谢 参考文献 附录 气象风向雨季施工起止日期：71～930冬季施工起止日期125～35地质条件及地理概工程地质概况表1表 各岩土层力学指标汇总f（kPa（MPa（kN/m3厚度（m1——27.6/318.7/439/水文地质概况：该地区的最高水位是－3.6m，常见水位是－3.9m应用环境类别为：二b建设地点的地理概况：地势概况较平坦且周围无物影响施工,空地可使用技术经济条及设备。土建工程限期：当315～1015屋面构造做15mm120mm20mm1﹕31﹕82％40mm10020mm1：34SBS楼面构造做15120mm3025mm10（300×300）15mm120mm15mm1﹕3瓷砖地面（包括水泥粗纱打底墙身墙面121：361：2.581：371：2.551:2.571:0.5:471:1:6门窗山东省青岛市，宾馆。建筑面积约4216.8m2，5层钢筋混凝土框架结构，每层3.3水文地质概况：青岛市的最高水位是－3.6m，该地区的水质没有腐蚀性b6度，设 分组为第三组设计基本加速度值为0.05g，基本风压w00.60kN/m2地面粗糙度类别为Bs00.20kNm2：混凝土的强度的等级宾馆的梁板所用的混凝土均采用C30的混凝土，与此同时浇筑柱是所用的混凝土强度等级也均采用C30级的混凝土。：HPB235级的钢筋。240mm×120mm×60mm,该砌体的重度是=5.5KN/㎡。窗 钢塑门窗=0.35KN/㎡门：=0.2KN/结构体系选型筋混凝土120楼面结构：全采用现浇钢筋混凝土120确定框架计算简底层柱高从基础顶面算至二层楼面，基顶标高0.95m，该青岛市内的宾馆的第二层楼面的标高为3.3m，因此，它的最一层的柱的高度为4.25m，其它各层柱高从楼面算至上一层楼面（即层高）3.3m，由此可以绘画出图1线刚度主梁b×h=300mm×700mm次梁b×h=250mm×500mm板厚120mm基础梁框架的线刚度计注：对于中框架梁取I=2I 边框为I=1.5I左边跨梁：

=EI/l=3.0×107KN/㎡×1.5×

中跨梁：i中跨梁EI/l=3.0×107KN/㎡×2×

×0.3×0.7³/2.4m=21.4×104右边梁 i右边跨=EI/l=3.0×107KN/㎡×1.5×

×0.3×0.7³/7.2m=5.4×104上部层各柱：i=EI/l=3.0×107KN/底层柱 i=EI/l=3.0×107KN/㎡×

×0.6×0.6³/3.3m=9.8×104×0.6×0.6³/4.25m=7.62×104令i中跨=1.0，i i右边i余柱 防水层（刚性）30厚C20细石混凝土防 1.0KM/ 0.4KM/㎡找平层：15厚水泥砂 0.015m×20KN/m3=0.30KN/找平层：15厚水泥砂 0.015m×20KN/m3=0.30KN/找坡层：40厚水泥石灰焦渣砂浆3‰找平0.04m×14KN/m3=0.56KM/㎡保温层：80厚矿渣水泥 结构层：120厚现浇钢筋混凝土板 抹灰层：10厚混合砂 0.01m×17KN/m3=0.17KN/合计：6.89KN/大理石面层，水泥砂浆擦缝、30厚1：3干硬性水泥砂浆，面上撒2㎜ 结构层：120厚现浇钢筋混凝土板 0.12m×25KN/m3=3KN/㎡抹灰层：10㎜厚混合砂 0.01m×17KN/m3=0.17KN/合计：4.33KN/大理石面层，水泥砂浆擦缝、30厚1：3干硬性水泥砂浆，面上撒2㎜ 结构层：120厚现浇钢筋混凝土 0.12m×25KN/m3=3KN/抹灰层：10厚混合砂浆 0.01×17KN/m3=0.17KN/㎡主梁自重b×h=300×700自重： 25KN/m3×0.3m×（0.7m-0.12m）=4.35KN/m抹灰层：10厚混合砂浆0.01m×[（0.7-0.12m）×2+0.3m]×17KN/合计次梁b×h=250×500自重 25KN/m3×0.25m×（0.5m-100.01m×（0.5m-0.12m×2+0.25m]×合计基础梁b×h=250×400自身的重是 25KN/m3柱尺寸b×h=600×600柱自重： 25KN/m3×0.6m×0.6m=9KN/m抹灰层：10厚混合砂 0.01m×0.6m×4×17KN/m3合计 0.5m×0.24m×5.5N/m3=0.66KN/m (3.3m-2.1m)×0.36KN/㎡=0.432KN/m （3.3m-2.1m）×0.5KN/㎡=0.6KN/m合计纵墙 （4.25m-0.7m-0.4m-2.1m）×0.24×5.5N/m3=1.386铝加合金制的窗户 0.35KN/㎡ (3.3m-2.1m)×0.50kN/㎡=0.6kN/m 合计①纵墙 (3.3m-0.7m)×0.24m×5.5KN/m3 (3.3m-0.7m)×0.36kN/㎡×2=1.87kN/m合计② （3.3m-0.7m）×0.24m×5.3KN/m3=3.307KN/m 活荷载标准值计不上人屋面：0.5kN/楼面：2.0kN/ 走廊：2.0kN/Sk=1.0×0.2kN/㎡=0.2kN/竖向荷载作用下框架内力取②轴线横向框架进行计算，计算单元宽度是7200mm2AB恒载：6.89kN/㎡×1.8m×[1-2×（0.25）²+（0.25）³]×2=22.08 4.6kN/mA-B架梁屋面梁：恒载=梁自重+板传荷载=4.6kN/m+22.08kN/m活载=板传荷 自重+板传荷载+隔墙自重=4.6kN/m活载=板传荷 （3）B-CB-C屋面梁：恒载=梁自 活载=板传荷 楼面梁：恒载=梁自重+隔墙自重=4.6kN/m+5.30kN/m=9.90活载=板传荷 =0（4）C-DA-B（5）A女儿墙自重：（1100㎜ 0.24m×1.1m×5.5KN/m3 0.24m+(1.2m×2+0.24m)×0.5KN/㎡=3.37kN/m×7.2m+4.6kN/m×(7.2m-0.6m)+6.89kN/㎡×1.8m×8 7.2m×2+(6.89kN/㎡×1.8m×0.89×7.2m×4

×2+2.55kN/m×7.2m×14最顶上一层柱的活荷载=板传过来的荷载=0.5kN/㎡×1.8m×81

㎡4

×2）×2=13.87=2.427kN/m×(7.2m-0.6m)+4.6kN/m×(7.2m-0.6m)+4.33kN/1.8m×8

×7.2m×2+（4.33kN/㎡×1.8m×0.89×7.2m×41

×2+2.55kN/m×7.2m×144

2kN/㎡×1.8m×8

×7.2m×2+（2kN/㎡1×2）×2=55.474=3.15kN/m×(7.2m-0.6m)+2.5kN/m×(7.2m-0.6m)=37.31（6）B=4.6kN/m×(7.2m-0.6m)+6.89kN/㎡×1.8m×8

kN/㎡×1.8m×0.89×7.2m1×2+2.55kN/m×7.2m1)×2+6.89kN 7.2m=290.170.5kN/㎡×1.8m×8

×7.2m×2+（0.5kN/㎡1×2）×2+0.5kN/㎡4=4.6kN/m×(7.2m-0.6m)+5.30kN/m×(7.2m-0.6m)+4.33kN/㎡×1.8m×8

×7.2m×2+（4.33kN/㎡×1.8m×0.89×7.2m×41

×2+2.55kN/m×7.8m×44

)×2+4.33kN/㎡=2kN/㎡×1.8m×8

×7.2m×2+2kN/㎡×1.8m×0.89×7.2m×4×2×2+2kN/㎡=2.5kN/m×(7.2m-0.6m)+5.197kN/m×(7.2m-=50.68（7）CB（8）DD（图中所标示的数值都是标准值）3注：1、图中各值的单位为（kN）（kN/m）使用二次弯矩分配法计算框架弯 载。各楼层的取值见表2表2各楼层横向 恒、活荷载取值1q2500顶层：M=-1/12ql2=-1/12×26.68×7.22kN·m=-MBA=-M=-1／12ql2=-1／12×4.6×2.42kN·m=-其余层：M1/12ql2=-1/12×23.77×7.22kN·m=-102.69kN·mM=-1／12ql2=-1／12×9.9×2.42kN·m=-顶层：M1/12ql2=-1/12×1.6×7.22kN·m=-6.91kN·m其余层：M1/12ql2=-1/12×6.41×7.22kN·m=-27.69kN·m3----30.52---10.28----11.52---52.33----------------------------------------------------------------------------------4--- ---2.91---- --- ------------------------ ---- ------ ---- ----------------------------------------弯矩分配：在竖向荷载0.85梁端剪力轴力的计 如下

VVq

ql2

Vm梁端弯矩引起的剪力，VmNV

Ml

M右式中：VP5ABBCAB跨ABBCAB-cNNNN5048083808352808276118-0815826ABBCABBCABBCABVa=-Vb=-Va=-NNN顶N50-0040-0030-0020-0010-00注：1P1456789集中作用在屋面梁和楼面梁节点处的集中风荷载的标准数值的计算正如下面wkzszwo（hihj）B/2wowo=0.60kN/m2；z－风压伴随着高度的变化而变化的高度系数青岛 宾馆的建造地面的糙度等级归为Bs－sz－风振系数 建筑结构，当高度小于30m时，zhiB7wo/(m2hihjwk/风荷载作用下的位移验82~5D ibi-c=-2D=i12/(cchBCDDkN/m9D ibiic-=0.5 2D=i12/(cchABCDD水平荷载作用下青岛市宾馆框架的层与层间的侧移计算可按下面所列的式子uj

vvj－该宾馆的第jDij－该宾馆的第jjjujuj

u=unnwjvjwjvjDujuj54321侧移验算：层间侧移最大值：1/5156< (满足要求风荷载作用下的框架内力计框架在风荷载（左风）作用下的内力用D值法⑶求这个宾馆设计中框架的各各柱子的杆上下两端的弯距数值及梁左右两端的弯距数值；⑷求青岛 宾馆设计中框架的各各柱子的轴力数值、梁的剪力数值第im

V=Dim

，V= D

i，

y=y0y1y2y3111211Aiy500040003000200-1000表 B轴框架柱反弯点位iy50004000300020001000C弯点BDA1314MC=Vim（1MC=Vimi中柱处的梁

= (Mc + b左M

ii右

下j

c上 b右j= (

+ i

下j

c上边柱处的梁 Mb总j=Mc下j1+Mc上表 风载作用下A轴框架柱剪力和端弯距的计Vi()(DimVimMcMcMb）54321表14风载作用下B轴框架柱剪力和端弯距的计Vi()()/McMcMbMb5432115层梁端剪力柱轴力ABBCCDABCD5------4------3------2------1------重力荷载代表值计该抗震计算中重力荷载的代表数值Ga.雪荷载：0.0；b.0.5；1屋面恒载250%屋面活荷载3主梁自重：=4.6kN／m×(7.2m×4+7.2m+7.2m+2.4m-4次梁自重5女儿墙自重6外纵墙自重7内隔墙自重8框架柱自重 合计2-41楼面恒载2楼面活载3梁自重 4墙柱自重 合计1楼面恒载2楼面活载3梁自重 4墙柱自重合计总重力荷载代表值：7213.81kN9横向框架侧移刚度的计（1）线刚度计①梁的线刚度式中：EclIbIb2.0IO,Ib1.5Io②柱的线刚度式中：Ech表 横梁线刚度ib计算KNm2bll1.5Ecl2Ecl3.03004443.0300表 柱线刚度ic计算KNm2bmm2EcIcKN2-74174

=1/12bh3，梁的线刚度为i

ECIl表 中框架柱的侧移刚度计åii2-51D=

由《高规》附录B给出的结构水 作用计算的底部剪力法可按T1 T1，其中UT为结构顶点位移，单位为：m，Gi其计算为:T1=1.7YT19表 结构顶点假想侧移计GiVGiDUi-DUi-1nåj= 54321从表中可得水平作用及楼层剪力计青岛市宾馆设计中，建筑结构的总体的高度≤40m，并且该建筑的质量和刚度总水平作用的标准值按FEk=a1Geq式子来进行计算。0.45s α=(T/T)rηα得α

故Geq=0.85×UG1=0.85×7213.81kN=61331.74kN因1.4Tg1.40.45s0.63sT10.46S，因此不用考虑顶部的附加的水 各质点的水平 荷载的作用应按下式来进行计算20表20各质点横向水平作用下楼层剪力和弹性位移计））åueVi/qe=Due/54321青岛 宾馆设计中钢筋混凝土框架结构的弹性层间的位移的角限值[qe]应取1/550各质点水平 荷载作用及楼层剪力沿高度分布详情见下图所示图 剪力沿高度分布图（单位水平作用下框架内力计2122MC=Vim（1MC=Vimi中柱处的梁 = (Mc + b左M

ii右

下j

c上 b右j= (

+ i

下j

c上边柱处的梁 Mb总j=Mc下j1+Mc上表21作用下A轴框架柱剪力和端弯距的计Vi() VimMcMcMb）54321表 作用下B轴框架柱剪力 端弯距的计Vi(()/VimMcMcMbMb65449362416表 作用下框架柱轴力与梁端剪层梁端剪力柱轴力ABBCCDABCD5------4------3------2------1------按规定，对于抗震等级为一、二、三级的框架梁端剪力设计值VV=h(Ml+MrlV MGK

VMA-2V

=VA-2MGK：调整后的梁边缘截面弯矩MA：支座中间截面处弯矩值VGK：调整后的梁边缘截面剪力VA：支座中间截面处剪力值bq 宾馆设计中每一层梁的内力组合结果详见表格24，表中SGk、SQk两列中的梁左右两端的弯矩M取的是经过弯矩调幅后的弯矩（调幅系数是0.85）。根据《建筑抗震设计规范》GB50011-20015.4.2可知构件承载力抗震调整系数RE，0.75；0.150.80；0.150.75；0.85。第三种组合：恒载＋活载 荷因各柱轴压比不小于0.15，故弯矩和轴力的R

取0.801.2。各层柱的内力组合结果详见表格2524表 柱内力基本组合ctct

f=14.3N/

f=1.43N/

f=360N f=270N 26活荷载按楼层的折减系数12-4-6-27承载力调整系数梁0.150.15框架梁配筋计算AC10选取截面及受力梁端弯矩图28ⅠⅡⅢⅣⅤ----b×REM(kNM----RE.Mo fbh2 11s0.5(112sARE.M fsy42%(As(2)29ABbREV/0.25cfc0.7ftbh0/ S1.25fyvAsvrREV0.7最小配箍率 0.24 配筋率 框架柱配筋以第一层框架柱B600×600mm,as=35mm,C30cf14.3N/cNmax C取h060035mm因为

/b5650.94所以0.25fbh=0.251.014.3N/mm2600

c

BNfbh

14.3N/mm2600mm565mm0.518 1 01N>Nb，为大偏压，选M，NM308.83kNm M44.36kNm最不利组合为N 和N M308.83kNm第一组内力N 在弯矩中没有水平荷载产生的弯矩，柱的计算长度lo=1.0H=4.25memax 600/30 lo/h=4.25/0.6=7.08＜15η=1+1/(1400e/h)(l/h)2ξξ=1+1/(1400×205.06/565)×(4250/600)2

e=ηei+h/2-as=1.15×205.06+600/2-A=A’=[Ne-αfbh2ξ(1-0.5ξ)]/[f’(h-a’)]=[1668.79×1000×500.82- 1 600×565×565×0.344×(1-0.344×0.5)]／[360×(565-按构造配筋，由于纵向筋采用HRB400，最小配筋率 0.5%6002/2900mm2每侧实配320（AA' N第二组内力M44.36kNN 在弯矩中没有水平荷载产生的弯矩，柱的计算长度lo=1.0H=4.25memax 600/30 l/h=4.25/0.6=7.08＜15ξ2=1.0 η=1+1/(1400e/ho)(l/h)2ξ e=ηei+h/2-as=3.04×32.7+600/2-ξ=(N-ξbα1fcbho)/[﹙Ne-0.43α1fcbh2o﹚/(β1-ξb)(ho-A=A’=[Ne-αfbh2ξ(1-0.5ξ)]/[f’(h-a’)]=[3493.14×1000×364.41- 1 600×565×565×0.6697×(1-0.697×0.5)]／[360×(565-35)]=152.99mm2＜ρ bh按构造配筋，由于纵向筋采用HRB400，最小配筋率 0.5%6002/2900mm2每侧实配320（AA' BM30883kNm1N1V 剪跨比λ=M/(Vho)=308.83/(90.38×0.565)=6.06>3(AsV)/S=[V-(1.75ftbh0)/(λ+1)-0.07N]/(fyvh0)=[90.38-(1.75×1.43×565600)/(3+1)-4图 地质条件荷载计基础梁自重为G=(3.153＋2.5)×(7.2-1100mmａ.120.45/2+0.5+1.2=1.925m,100mmC10100Mk=308.83kNMk=-44.36kN

Nk=1668.79Nk=2493.14

Vk=-90.38Vk=13.25ｂ.按受压基础初步估算基底面γ =[17.8×0.6+19.8×0.7+20.2×2.3+(20.2-10)× η=l/b=2lGk=20×3×6×1.925=693Mk=-44.36kNNk=3493.14Vk=13.25ek

MkNk

=44.36/(3493.14+693)=0.0106m<lPk,maxNkGk(16ek)=4186.14×(1±6×0.0106/6)/(3×6)= k,min PPk,maxPk,min=232.57kPa＜f Pk,max=235.03kPa＜fa＜1.2faPk,min=230.1kPa＞0取as=60h0=1200-60=1140C30

f1.43N/tatac=600tab=at+2ho=600+2×1140=2880am=(at+ab)/2=(2880+600)/2=1740Pj,min=N/A-M/W=3493.14/(3×6)-A(lach)b(bbch

㎡h0.7hft(bch0)h0 =1920.0＞图 B柱下独立基础计算简基础配筋yHRB400f360Nmm2)钢筋y长边方向：MI=aI[(2b+aC)(pj,max+pj,I)+6×(pj,max-

=(b-a)2(2l+a

长边方向配筋：A=M/(0.9hf O短边方向配筋：A=M/(0.9hf OS综上所述：长边方向选用φ14@200(ASS短边方向选用φ14@200(AS选用:10@200,As393mm360mm，（满足要求 青岛市宾馆设计工程的施工现场现有的机械设备的多少必须足以确保足够施工的需要，以防止施工现场的个别的机械设备发生故障、毁坏时青岛市宾馆设计的工程现场施工的进度不至于被延期过多，以造成对现场施工质量造成不好的干扰。青岛市宾馆设计工程的现场施工之前必须进行青岛市宾馆设计所需模板青岛市宾馆设计框架结构中的结平的承重架立杆间的距离采纳1000mm左右，当框架中梁的跨度＞4m时框架中的梁的底部应该按照其L／500的范围起拱。柱子的模板拼装之前应该清理出柱子根部的等杂物，并且用1:3的水泥砂浆，在柱子模板底部找平，以防止产生蜂窝现象，除此之外还应该在柱子的模板上弹出应有的外程师的正式的钢筋青岛市宾馆设计工程的施工现场的钢筋主要是采纳Ⅰ级钢和III级钢，该工程的35倍时、并且≥500mm的区段以内的同一根钢筋上不得有二个钢筋接砼工300mm青岛市宾馆设计中柱子的施工缝必须要留设在框架梁的部分50mm厚与混凝土标号相同的水泥砂浆。内墙15mm1：3的水泥砂浆打底，用10mm厚的比例为12的水泥砂浆抹面，最15mm12.5的水泥砂浆，并且每边的宽度为40mm，对于高度为2000mm的护1:1的水泥砂5801的胶喷洒混凝土面，内粉刷。外墙青岛市宾馆设计工程中的外墙的装饰的外粉刷基层处理的具体施工如下B、在不相同的墙体的材料的交接处，应该钉300mm宽的农用的钢丝网。青岛市宾馆设计工程中外墙的括糙应该两遍就成活，第一遍括3mm4mm厚的底糙；第二遍应该要粉8mm9mm厚的粉刷，基底的粉刷应该要尽量的实现平整。青岛市宾馆设计工程中凡是需要做滴水线的部位，在粉滴水线以前应该才用水泥砂浆坞10mm厚的铝槽后方可贴外墙砖。楼地面工青岛市宾馆设计工程中楼地面工程中的水磨石的地面：20mm厚的配比为1:3水泥砂浆来做找平层，15mm厚的配比为12的水泥白石子磨光打蜡，接着用钢条来分格。水磨石楼面：首先现浇板40mm厚的C2020mm厚的配比是13来做的找平层，15mm厚的配比是1:2的白石子磨光打蜡2.本工程屋面防水做法为青岛市宾馆设计工程中屋面的具体现场施工中屋面的防水为II级防水，屋面现场施1%，30mm厚的挤塑的保温板，20mm1:3的水泥砂浆找平层，30mm厚的比例是1:3的石灰砂浆层，40mm厚的C30细石混凝土其内配制Φ4的双向钢筋，中间的距离是200mm4mm厚的SBS防水卷材面层。找平层施工1.青岛市宾馆设计工程中屋面工程施工中先是在基层上做20mm厚的配合比1:3的水泥砂浆找平层，在找平层上每6000mm6000mm设置分隔200mm经过两个月的时间,我完成了本次毕业设计─青岛市宾馆设计21GB50011-2010，2GB50010－2002，3GB50007－2002,建筑地础设计规范4GB50009－2001,5GB50007－2002,建筑地础设计规范李国强,李杰,苏小卒编著.建筑结构抗震设计.第二版.中国建筑工业高福聚,李静编著.多层与建筑结构设计.大学华南理工大学,浙江大学,湖南大学合编.基础工程.中国建筑工业东南大学,同济大学,合编.混凝土结构.中国建筑工业白顺果,崔自治,党进谦主编.土力学.中国水利水电建筑施工手册（上、中、下）BuildingconstructionconcretecrackofpreventionandprocessingDimosi《CANADIANJOURNALOFCIVILENGINEERING：Thecrackproblemofconcreteisawidespreadexistencebutagaindifficultinsolveofengineeringactualproblem,thistextcarriedonastudyysistoalittlebitfamiliarcrackproblemintheconcreteengineering,andaimatconcretethecircumstanceputforwardsomeprevention,processingmeasure.Keyword:ConcretecrackpreventionConcrete'sising1kindisanticipatebythestonebone,cement,waterandothermixturebutformationoftheinadditionmaterialofqualitybrittlenessnotandallmaterial.Becausetheconcreteconstructiontransformwithoneself,controletc.aseriesproblem,hardenmodelofintheconcreteexistencenumeroustinyhole,spiritcaveandtinycrack,isexactlybecausethesebeginningstartblemishofexistencejustmaketheconcretepresentonesomenotandallthecharacteristicofquality.Thetinycrackisakindofharmlesscrackandacceptconcreteheavy,defendShenandalittlebitotherusefunctionnotacreationtoendanger.Butaftertheconcretebesubjectedtolotuscarry,differenceintemperatureetc.function,tinycrackwouldcontinuouslyofexpandwithconnect,endformationwecanseewithouttheaidofinstrumentsofmacroviewthecrackbealsothecrackthattheconcreteoftensayintheengineering.ConcretebuildingandGoupieceusuallyalltakesewertomakeof,becauseofcrackofexistenceanddevelopmentusuallymakeinnerpartofreinforcingbaretc.materialcreationdecay,lowerreindconcretematerialofloadingability,durableandanti-Shenability,influencebuildingofexternalappearance,servicelife,severitywillthreatarrivepeople'slifeandpropertysafety.Alotofallofcrashofengineeringsisbecauseoftheunsteadydevelopmentofthecrackwiththeresultthat.Modernagescienceresearchwithagreatdealofoftheconcreteengineeringpractice,intheconcreteengineeringcrackproblemisineluctable,alsoacceptableincertainlyofthescopejustneedtoadoptvalidofmeasurewillitendangerdegreecontrolatcertainofscopeinside.Thereindconcretenormisalsoexplicitprovision:Somestructureatceofdissimilarityunderconditionallowexistencecertainthecrackofwidth.Butatunderconstructionshouldasfaraspossibleadoptavalidmeasurecontrolcrackcreation,makethestructuredon'tappearcrackpossiblyorasfaraspossibledecreasecrackofamountandwidth,particularlywanttoasfaraspossibleavoidharmfulcrackofemergence,insureengineeringqualitythus.Concretecrackcreationofthereasonbealotofandhavealreadytransformedtocauseofcrack:Suchastemperaturevariety,constringency,inflation,theasymmetrysinktosinketc.reasoncauseofcrack;Haveoutsidecarrythecrackthatthefunctioncause;Protectedenvironmentnotappropriatethecracketc.causedwithchemicaleffect.Wantdifferentiationtotreatintheactualengineering,work°outaproblemaccordingtotheactualcircumstance.IntheconcreteengineeringthefamiliarcrackandtheStemSuocrackandStemtheSuocrackmuchappearaftertheconcreteprotectbeoverofaperiodoftimeorconcretesprinkletobuildtocompletebehindofaroundaweek.InthecementsyruphumidityofevaporatewouldcreationstemSuo,andthiskindofconstringencyiscan'tnegative.StemSuocrackofthecreationbemainisbecauseofconcreteinsideoutsidehumidityevaporatedegreedissimilaritybutcausetotransformdissimilarityofresult:Theconcreteissubjectedtoexteriorconditionofinfluence,surfacehumiditylossleadquick,transformbigger,innerpartdegreeofhumidityvarietysmallertransformsmaller,biggersurfacestemtheSuotransformtobesubjectedtoconcreteinnerpartcontrol,creationmorebigpullshoulddintbutcreationcrack.Therelativehumidityismorelow,cementsyrupbodystemSuomorebig,stemtheSuocrackbemoreeasycreation.StemtheSuocrackismuchsurfaceparallellinesformorthenetshallowthincrack,widthmanybetween0.05-0.2mm,theflatsurfacepartmuchseeinthebigphysicalvolumeconcreteandfollowitmoreinthinnerbeamnkshorttodistribute.StemSuocrackusuallytheanti-Shenofinfluenceconcrete,causethedurableoftherusteclipseinfluenceconcreteofreinforcingbar,underthefunctionofthewaterpressuredintwouldcreationthewaterpowersplitcrackinfluenceconcreteofloadingdintetc..ConcretestemtheSuobemainwithwaterashoftheconcreteratio,thedosageofthecomposition,cementofcement,gathertoanticipateofthedosageofthepropertyanddosage,inadditionetc.relevant.Mainpreventionmeasure:Whilebeingtochoosetousetheconstringencytysmallercement,generallowhotwatermireandpowderashfromstovecementintheadoption,lowerthedosageofcement.TwoisaconcreteofstemtheSuobesubjectedtowaterashratioofinfluencemorebig,waterashratiomorebig,stemSuomorebig,sointheconcretematchtheratiothedesignshouldasfaraspossiblecontrolgoodwaterashratioofchoosetouse,theChanaddinthememodationofreducewater.Threeisstrictcontrolconcretemixblendwithunderconstructionofmatchratio,useofconcretewatertyabsolutecan'tbiginmatchratiodesigngivesettleofusewaterty.Fouristheearlierperiodwhichstrengthenconcretetoprotect,andappropriateextensionprotectofconcretetime.Winterconstructionwanttobeappropriateextensionconcreteheatpreservationtooverlaytime,andTu2Shuaprotecttoprotect.FiveisaconstitutionmodationisintheconcretestructureoftheconstringencyTheSuconstringencycrackandSuconstringencyistheconcreteisbeforecondense,surfacebecauseoflosewaterquickerbutcreationofconstringency.TheSuconstringencycrackisgeneralatdryheatorstrongwindtheweatherappear,crack'smuchpresentinginthecenterbreadth,bothendsbeinthecenterthinandthelengthbedifferent,witheachothernotcoherentappearance.Shortercrackgenerallong20-30cm,thelongercrackcanreachtoa2-3m,breadth1-5mm.Itcreationofmainreasonis:TheconcreteiseventuallyalmosthavingnostrengthorstrengthbeforetheNingverysmall,perhapsconcretejusteventuallyNingbutstrengthveryhour,besubjectedtoheatorcomparestrongwinddintofinfluence,theconcretesurfacelosewatertoleadquick,resultininthecapillarycreationbiggernegativepressbutmakeaconcretephysicalvolumesharplyconstringency,butatthistimethestrengthofconcreteagaincan'tresistitsconstringency,thereforecreationcracked.TheinfluenceconcreteSuconstringencyopenthemainfactorofcracktohavewaterashratio,concreteofcondensetime,environmenttemperature,windvelocity,relativehumidity...etc..Mainpreventionmeasure:OneischoosetousestemtheSuovaluesmallerhigherHuosoursaltoftheearlierperiodstrengthorcommontheHuosourbrinemire.Twoisstrictthecontrolwaterashratio,theChanaddtoefficientlyreducewatertoincrementthecollapseofconcretefalladegreeandwitheasy,decreasecementandwaterofdosage.Threeistosprinklebeforebuildingconcrete,waterbasiclevelandtemteeventosoakthrough.Fourisintimetooverlaytheperhapsdampgrassmatofthesticsthinfilm,hempsliceetc.,keepconcreteeventuallybeforetheNingsurfaceismoist,perhapsspraytoprotectetc.tocarryonprotectintheconcretesurface.Fiveisintheheatandstrongwindtheweathertowanttoestablishtohidesunandblockbreezefacilities,protectintime.SinktosinkcrackandThecreationwhichsinktosinkcrackisbecauseofthestructurefoundationsoilqualitynotandevenly,loosesoftorreturntofillsoildishonestorsoakinwaterbutresultintheasymmetrysinktodeclinewiththeresultthat;Perhapsbecauseoftemtejustdegreeshortage,thetemteproppeduptooncebeapartfrombigorpropupbottomloosemoveetc.tocause,especiallyatwinter,thetemtepropupatjellysoilup,jellythesoilturnjellyempresscreationasymmetrytosinktodeclineandcauseconcretestructurecreationcrack.Thiskindcrackmanyisdeepenterorpiercethroughcrack,italignmenthavesomethingtodowithsinkingtosinkacircumstance,generalfollowwithgroundperpendicularorpresent30°s-45°Capedirectiondevelopment,biggersinktosinkcrack,usuallyhavecertainofwrong,crackwidthusuallywithsinktodeclinetydirectproportionrelation.Crackwidthundertheinfluenceoftemperaturevarietysmaller.Thefoundationaftertransformstabilitysinktosinkcrackalsobasictendinstability.Mainpreventionmeasure:Oneisrightnessloosesoftsoil,returntofillsoilfoundationaconstructionattheupperpartstructurefrontshouldcarryonnecessityofHangsolidwithrein.Twoisthestrengththatassurancetemteisenoughandjustdegree,andpropupfirm,makethefoundationbesubjectedtodinteven.Threeiskeepconcretefromsprinkleinfusingthefoundationintheprocessissoakbywater.Fouristimethattemtetoredowntocan'tbetooearly,andwanttonoticetodismantleamoldorderofsequence.Fiveisatjellysoiltoptaketoestablishtemtetonoticetoadoptcertainofpreventionmeasure.TemperaturecrackandTemperaturecrackmuchtheoccurrenceisinbigsurfaceordifferenceintemperaturevarietyofthephysicalvolumeconcretecomparetheearthareaoftheconcretestructure.Concreteaftersprinklingtobuild,inthehardeningtheprocess,cementwaterturnacreationagreatdealofofwaterturnhot,.(bethecementdosageisinthe350-550kg/m3,eachsignsquarethericeconcretewillreleaseacaloriesof17500-27500kJandmakeconcreteinternalthusthetemperaturerisetoreachto70℃orsoevenhigher)Becausethephysicalvolumeofconcretebemorebig,agreatdealofofwaterturnhotaccumulateattheconcreteinnerpartbutnoteasysendforth,causeinnerpartthetemperaturehoick,buttheconcretesurfacespreadhotmorequick,soformationinsideoutsideofbiggerdifferenceintemperature,thebiggerdifferenceintemperatureresultininnerpartandexteriorhotthedegreeofthebulgecoldSuodissimilarity,makeconcretesurfacecreationcertainofpullshoulddint.Whenpullshoulddintexceedtheanti-ofconcretepullstrengthextremelimit,concretesurfacemeetingcreationcrack,thiskindofcrackmuchoccurrenceaftertheconcreteunderconstructionperiod.Intheconcreteofunderconstructionbedifferenceintemperaturevarietymorebig,perhapsisaconcretetobesubjectedtoassaultofcoldwaveetc.,willcauseconcretesurfacethetemperaturesharplydescend,butcreationconstringency,surfaceconstringencyoftheconcretebesubjectedtoinnerpartconcreteofcontrol,creationverybigofpullshoulddintbutcreationcrack,thiskindofcrackusuallyjustinmoreshallowscopeoftheconcretesurfacecreation.Thealignmentofthetemperaturecrackusuallynonesettleregulation,bigareastructurethecrackoftenmaneuverinterleave;Thesizebiggerstructureofthebeamnklength,thecrackrunparallelwithshortsidemore;Thoroughwithpiercethroughoftemperaturecrackgeneralandshortsidedirectionparallelismorcloseparallelism,crackalonglongsidecentthesegmentappear,inthecentermoreairtight.Crackwidththesizebedifferent,besubjectedtotemperaturevarietyinfluencemoreobvious,wintercomparebreadth,summermorenarrow.Theconcretetemperaturecrackthattheheatinflationcauseisusuallyinthecenterthethickbothendsbethin,butcoldSuocrackofthickthinvarietynottooobvious.Theemergenceofthethiskindcrackwillcausetherusteclipseofreinforcingbar,thecarbonizationofconcrete,theanti-jellywhichlowerconcretemelt,anti-tiredandanti-Shenabilityetc..Mainpreventionmeasure:Oneisasfaraspossiblechoosetouselowhotormediumhotwatermire,likemineralresiduecement,powderashfromstovecement...etc..Twoisadecreasecementdosage,cementdosageasfaraspossiblethecontrolisinthe450kg/m3following.Threeistolowerwaterashratio,waterashofthegeneralconcreteratiocontrolbelow0.6.Fourisimprovementtheboneanticipateclasstogotogetherwith,theChanaddpowderashfromstoveorefficientlyreduceetc.tocometoreducecementdosageandlowerwatertoturnhot.Fiveisanimprovementconcreteofmixblendtoprocessacraft,lowersprinkleofconcretetobuildtemperature.SixistheinadditionthattheChanaddahaveoffixedamounttoreducewaterandincreaseSu,slowNingetc.functionintheconcrete,improvementtheconcretemixtomatchathingofmobility,protectwater,lowerwatertoturnhot,postponehotFengofemergencetime.Sevenistheheatseasonsprinkletobuildcantheadoptiontaketoestablishtohidesunnketc.assistancemeasurecontrolconcreteofWenSheng,lowertosprinkletemperatureofbuildtheconcrete.Eightisthetemperatureofbigphysicalvolumeconcreteshouldthedintrelatetostructuresize,concretestructuresizemorebig,temperatureshoulddintmorebig,sowantreasonablearrangementconstructionworkpreface,layering,centthepiecesprinkletobuild,fortheconvenienceofinspreadhot,letupcontrol.Nineisatgreatinnerpartconstitutionofthephysicalvolumeconcretecooloffpi,coldwaterperhapscoldaircooloff,letupconcreteofinsideoutsidedifferenceintemperature.Tenisthesupervisionwhichstrengthenconcretetemperature,adopttocooloffintime,protectionmeasure.11istoreservetemperatureconstringencytosew.12istoletuptocontrol,sprinkleproperbeforebuildingconcreteintheJirockandoldconcretetopbuilda5mmorsosandmatalayerorusageasphaltetc.materialTu2Shua.13istostrengthenconcretetoprotect,theconcreteaftersprinklebuildusemoistgrassLianintime,hempslice'setc.overlay,andattentionsprinklewatertoprotect,appropriateextensionprotecttime,assurancetheconcretesurfacebeslow-movingcooloff.Atthecoldseason,concretesurfaceshouldconstitutionheatpreservationmeasure,inordertopreventcoldwaveassault.14istheallocationbealittleamountintheconcreteofreinforcingbarperhapsaddfibermaterialconcreteoftemperaturecrackcontrolatcertainofscopeinside.CrackandpreventionthatthechemicalreactionAlkalibone'santicipatingthecrackthatreactioncrackandreinforcingbarrusteclipsecauseisthemostfamiliarinthereindconcretestructureofbecauseofchemicalreactionbutcauseofcrack.Theconcreteblendafuturereunioncreationsomealkalescenceion,theseionwithsomeactivitytheboneanticipatecreationchemicalreactionandabsorbsurroundingsenvironmentinofwaterbutthephysicalvolumeenlarge,makeconcretecrisploose,inflationopencrack.Inthiskindofcrackgeneralemergenceconcretestructureusageperiod,onceappearverydifficultremediable,soshouldatunderconstructionadoptvalidthemeasurecarryonprevention.Mainofpreventionmeasure:Whilebeingtochoosetoanticipatewiththealkaliactivitysmallstonebone.Twoistheinadditionwhichchoosetouselowlyemirewithlowalkaliorhavenoalkali.ThreeistheChanwhichchoosetomodationwithanticipatetorepressanalkalibonetoanticipateBecausetheconcretesprinkletobuild,flapDaobadperhapsisareinforcingbarprotectionlayerthinner,theharmfulmaterialgetintoconcretetomakereinforcingbarcreationrusteclipse,thereinforcingbarphysicalvolumeoftherusteclipseinflation,causeconcretebulgecrack,thecrackofthiskindtypemuchisacracklengthways,followthe